ASTM D5311-11

Standard Test Method for Load Controlled Cyclic Triaxial Strength of Soil

SIGNIFICANCE AND USE
Cyclic triaxial strength test results are used for evaluating the ability of a soil to resist the shear stresses induced in a soil mass due to earthquake or other cyclic loading.
Cyclic triaxial strength tests may be performed at different values of effective confining pressure on isotropically consolidated specimens to provide data required for estimating the cyclic stability of a soil.
Cyclic triaxial strength tests may be performed at a single effective confining pressure, usually equal to 100 kN/m2 (14.5 lb/in.2), or alternate pressures as appropriate on isotropically consolidated specimens to compare cyclic strength results for a particular soil type with that of other soils, Ref (2).
The cyclic triaxial test is a commonly used technique for determining cyclic soil strength.
Cyclic strength depends upon many factors, including density, confining pressure, applied cyclic shear stress, stress history, grain structure, age of soil deposit, specimen preparation procedure, and the frequency, uniformity, and shape of the cyclic wave form. Thus, close attention must be given to testing details and equipment.
There are certain limitations inherent in using cyclic triaxial tests to simulate the stress and strain conditions of a soil element in the field during an earthquake.
Nonuniform stress conditions within the test specimen are imposed by the specimen end platens. This can cause a redistribution of void ratio within the specimen during the test.
A 90° change in the direction of the major principal stress occurs during the two halves of the loading cycle on isotropically consolidated specimens.
The maximum cyclic shear stress that can be applied to the specimen is controlled by the stress conditions at the end of consolidation and the pore-water pressures generated during testing. For an isotropically consolidated contractive (volume decreasing) specimen tested in cyclic compression, the maximum cyclic shear stress that can be applied to the specimen ...
SCOPE
1.1 This test method covers the determination of the cyclic strength (sometimes called the liquefaction potential) of saturated soils in either intact or reconstituted states by the load-controlled cyclic triaxial technique.
1.2 The cyclic strength of a soil is evaluated relative to a number of factors, including: the development of axial strain, magnitude of applied cyclic stress, number of cycles of stress application, development of excess pore-water pressure, and state of effective stress. A comprehensive review of factors affecting cyclic triaxial test results is contained in the literature (1).  
1.3 Cyclic triaxial strength tests are conducted under undrained conditions to simulate essentially undrained field conditions during earthquake or other cyclic loading.
1.4 Cyclic triaxial strength tests are destructive. Failure may be defined on the basis of the number of stress cycles required to reach a limiting strain or 100 % pore pressure ratio. See Section 3 for Terminology.
1.5 This test method is generally applicable for testing cohesionless free draining soils of relatively high permeability. When testing well-graded materials, silts, or clays, pore-water pressures monitored at the specimen ends may not represent pore-water pressure values throughout the specimen. However, this test method may be followed when testing most soil types if care is taken to ensure that problem soils receive special consideration when tested and when test results are evaluated.
1.6 The values stated in either SI units or inch-pound units [presented in brackets] are to be regarded separately as standard. The values stated in each system may not be exact equivalents; therefore, each system shall be used independently of the other. Combining values from the two systems may result in non-conformance with the standard. Reporting of test results in units other than SI shall not be regarded as nonconformance with this test method. ...

General Information

• Status: Historical
• Publication Date: 31-Oct-2011
• ICS: 93.020 - Earthworks. Excavations. Foundation construction. Underground works
• Technical Committee: D18 - Soil and Rock
• Drafting Committee: D18.09 - Cyclic and Dynamic Properties of Soils

Standards Content (Sample)

NOTICE: This standard has either been superseded and replaced by a new version or withdrawn.
Contact ASTM International (www.astm.org) for the latest information
Designation: D5311 − 11
StandardTest Method for
1
Load Controlled Cyclic Triaxial Strength of Soil
This standard is issued under the fixed designation D5311; the number immediately following the designation indicates the year of
original adoption or, in the case of revision, the year of last revision.Anumber in parentheses indicates the year of last reapproval.A
superscript epsilon (´) indicates an editorial change since the last revision or reapproval.
1. Scope* results in units other than SI shall not be regarded as noncon-
formance with this test method.
1.1 This test method covers the determination of the cyclic
1.7 All observed and calculated values shall conform to the
strength (sometimes called the liquefaction potential) of satu-
guideforsignificantdigitsandroundingestablishedinPractice
rated soils in either intact or reconstituted states by the
D6026. The procedures in Practice D6026 that are used to
load-controlled cyclic triaxial technique.
specify how data are collected, recorded, and calculated are
1.2 The cyclic strength of a soil is evaluated relative to a
regarded as the industry standard. In addition, they are repre-
number of factors, including: the development of axial strain,
sentative of the significant digits that should generally be
magnitude of applied cyclic stress, number of cycles of stress
retained. The procedures do not consider material variation,
application, development of excess pore-water pressure, and
purpose for obtaining the data, special purpose studies, or any
state of effective stress. A comprehensive review of factors
considerations for the objectives of the user. Increasing or
affecting cyclic triaxial test results is contained in the literature
reducing the significant digits of reported data to be commen-
2
(1).
surate with these considerations is common practice. Consid-
1.3 Cyclic triaxial strength tests are conducted under
eration of the significant digits to be used in analysis methods
undrained conditions to simulate essentially undrained field
for engineering design is beyond the scope of this standard.
conditions during earthquake or other cyclic loading.
1.7.1 The method used to specify how data are collected,
calculated,orrecordedinthisstandardisnotdirectlyrelatedto
1.4 Cyclictriaxialstrengthtestsaredestructive.Failuremay
theaccuracytowhichthedatacanbeappliedindesignorother
be defined on the basis of the number of stress cycles required
uses, or both. How one applies the results obtained using this
to reach a limiting strain or 100% pore pressure ratio. See
standard is beyond its scope.
Section 3 for Terminology.
1.8 This standard does not purport to address all of the
1.5 This test method is generally applicable for testing
safety concerns, if any, associated with its use. It is the
cohesionless free draining soils of relatively high permeability.
responsibility of the user of this standard to establish appro-
When testing well-graded materials, silts, or clays, pore-water
priate safety and health practices and determine the applica-
pressures monitored at the specimen ends may not represent
bility of regulatory limitations prior to use.
pore-waterpressurevaluesthroughoutthespecimen.However,
this test method may be followed when testing most soil types
2. Referenced Documents
if care is taken to ensure that problem soils receive special
3
2.1 ASTM Standards:
consideration when tested and when test results are evaluated.
D422Test Method for Particle-Size Analysis of Soils
1.6 The values stated in either SI units or inch-pound units
D653Terminology Relating to Soil, Rock, and Contained
[presented in brackets] are to be regarded separately as
Fluids
standard. The values stated in each system may not be exact
D854Test Methods for Specific Gravity of Soil Solids by
equivalents;therefore,eachsystemshallbeusedindependently
Water Pycnometer
of the other. Combining values from the two systems may
D1587Practice for Thin-Walled Tube Sampling of Soils for
result in non-conformance with the standard. Reporting of test
Geotechnical Purposes
D2216Test Methods for Laboratory Determination ofWater
(Moisture) Content of Soil and Rock by Mass
1
ThistestmethodisunderthejurisdictionofASTMCommitteeD18onSoiland
D2850Test Method for Unconsolidated-Undrained Triaxial
Rock and is the direct responsibility of Subcommittee D18.09 on Cyclic and
Dynamic Properties of Soils.
Current edition approved Nov. 1, 2011. Published January 2012. Originally
ϵ1
3
approved in 1992. Last previous edition approved in 2004 as D5311–92(2004) . For referenced ASTM standards, visit the ASTM website, www.astm.org, or
DOI: 10.1520/D5311-11. contact ASTM Customer Service at [e-mail]. For Annual Book of ASTM
2
The boldface numbers in parentheses refer to a list of references at the end of Standardsvolume information, refer to the standard’s Docum
...

This document is not anASTM standard and is intended only to provide the user of anASTM standard an indication of what changes have been made to the previous version. Because
it may not be technically possible to adequately depict all changes accurately, ASTM recommends that users consult prior editions as appropriate. In all cases only the current version
of the standard as published by ASTM is to be considered the official document.
Designation:D 5311–92(Reapproved 1996) Designation: D5311 – 11
Standard Test Method for
1
Load Controlled Cyclic Triaxial Strength of Soil
This standard is issued under the fixed designation D5311; the number immediately following the designation indicates the year of
original adoption or, in the case of revision, the year of last revision.Anumber in parentheses indicates the year of last reapproval.A
superscript epsilon (ϵ) indicates an editorial change since the last revision or reapproval.
1. Scope
1.1This test method covers the determination of the cyclic strength (sometimes called the liquefaction potential) of saturated
soils in either undisturbed or reconstituted states by the load-controlled cyclic triaxial technique. *
1.1 This test method covers the determination of the cyclic strength (sometimes called the liquefaction potential) of saturated
soils in either intact or reconstituted states by the load-controlled cyclic triaxial technique.
1.2 The cyclic strength of a soil is evaluated relative to a number of factors, including: the development of axial strain,
magnitude of applied cyclic stress, number of cycles of stress application, development of excess pore-water pressure, and state
2
of effective stress. A comprehensive review of factors affecting cyclic triaxial test results is contained in the literature (1).
1.3 Cyclic triaxial strength tests are conducted under undrained conditions to simulate essentially undrained field conditions
during earthquake or other cyclic loading.
1.4 Cyclic triaxial strength tests are destructive. Failure may be defined on the basis of the number of stress cycles required to
reach a limiting strain or 100% pore pressure ratio. See Section 3 for Terminology.
1.5This test method is generally applicable for testing cohesionless free draining soils of relatively high permeability. When
testing well-graded materials, silts, or clays, it should be recognized that pore-water pressures monitored at the specimen ends to
not in general represent pore-water pressure values throughout the specimen. However, this test method may be followed when
testing most soil types if care is taken to ensure that problem soils receive special consideration when tested and when test results
are evaluated.
1.6Therearecertainlimitationsinherentinusingcyclictriaxialteststosimulatethestressandstrainconditionsofasoilelement
in the field during an earthquake.
1.6.1Nonuniform stress conditions within the test specimen are imposed by the specimen end platens. This can cause a
redistribution of void ratio within the specimen during the test.
1.6.2A90°changeinthedirectionofthemajorprincipalstressoccursduringthetwohalvesoftheloadingcycleonisotropically
consolidated specimens.
1.6.3The maximum cyclic shear stress that can be applied to the specimen is controlled by the stress conditions at the end of
consolidation and the pore-water pressures generated during testing. For an isotropically consolidated contractive (volume
decreasing) specimen tested in cyclic compression, the maximum cyclic shear stress that can be applied to the specimen is equal
toone-halfoftheinitialtotalaxialpressure.Sincecohesionlesssoilsarenotcapableoftakingtension,cyclicshearstressesgreater
than this value tend to lift the top platen from the soil specimen.Also, as the pore-water pressure increases during tests performed
on isotropically consolidated specimens, the effective confining pressure is reduced, contributing to the tendency of the specimen
to neck during the extension portion of the load cycle, invalidating test results beyond that point.
1.6.4While it is advised that the best possible undisturbed specimens be obtained for cyclic strength testing, it is sometimes
necessary to reconstitute soil specimens. It has been shown that different methods of reconstituting specimens to the same density
mayresultinsignificantlydifferentcyclicstrengths.Also,undisturbedspecimenswillalmostalwaysbestrongerthanreconstituted
specimens.
1.6.5The interaction between the specimen, membrane, and confining fluid has an influence on cyclic behavior. Membrane
compliance effects cannot be readily accounted for in the test procedure or in interpretation of test results. Changes in pore-water
pressurecancausechangesinmembranepenetrationinspecimensofcohesionlesssoils.Thesechangescansignificantlyinfluence
the test results.
1.6.6Themeantotalconfiningpressureisasymmetricduringthecompressionandextensionstressapplicationwhenthechamber
pressure is constant. This is totally different from the symmetric stress in the simple shear cas
...